沪昆铁路路基施工方案

'一、编制依据及编制范围1.1、编制依据（1）、承包合同，招投标文件；（2）、设计文件；（3）、铁路现行设计规范、施工规范、施工技术指南、客运专线验收标准和有关规定；（4）、现行铁路定额；（5）、现场调查的相关资料。1.2编制范围新建沪昆客专长昆湖南段第一项目分部施工的路基DK6+848（DK917+500）～DK19+395.95（11段），共计2.767延米。1.3、编制原则（1）遵循建设指挥部的管理体系文件，依照相关客运专线规范各项要求。（2）围绕以高标准、高起点、高要求，建成客运专线标志性工程为目标。（3）遵照国家、部和省政府的政策、法规和条例。（4）根据当地自然环境、水文和气候条件，因地制宜地制定施工方案。（5）按照国家的法律法规要求，安排好环保、水保工作，作好文物保护工作。（6）确保重点、突破难点，质量至上的原则。沪昆铁路客专湖南段CKTJ1标路基施工方案56 （7）保持施组设计的严肃性与动态控制相结合的原则。（8）强化组织指挥，加强管理，保工期、保质量、保安全。（9）优化资源配置，实行动态管理。（10）文明施工，保护环境。沪昆铁路客专湖南段CKTJ1标路基施工方案56 二、工程概况2.1线路概况新建沪昆客专长昆湖南段第一项目分部路基DK6+848（DK917+500）～DK19+395.95共11段，共计2767延米，占第一项目分部线路长度的22.1%。DK19+269.13～DK19+395.95段线路位于盘古庙大桥昆端与湘江特大桥长端之间，以填挖相间通过剥蚀残丘顶部，山体植被较茂密。路线中心最大填高5.8m，最大边坡高度6.5m，最大挖深13.4m，最大堑坡高11.9m。DK17+038.23～DK17+337.50段线路位于寺头冲中桥昆端与寺头冲大桥长端之间，以填挖相间及半填半挖通过湘江阶地冲沟段及剥蚀残丘段，地形起伏较大。其中DK17+150.00～DK17+200.00、DK17+330.00～DK17+470.00为湘江阶地冲沟地段，其余地段为剥蚀残丘段，该地段植被发育。路堑中心最大挖深约7.1米，路堑最大边坡高度为10.7米，路堤中心最大填高约9.9米，路堤最大边坡高度为10.8米。DK14+785.49～DK15+175.50段位于跨武广客专特大桥昆端与柳树塘中桥长端之间，以填挖相间及半填半挖通过湘江阶地冲沟段及剥蚀残丘段，地形起伏较大。地表植被茂密，路堤中心最大填土高度为8.5米，路堤最大边坡高度9.5米；路堑中心最大挖深为10.9米，最大边坡高度19.3米。沪昆铁路客专湖南段CKTJ1标路基施工方案56 DK918+494.19～DK8+083.10段位于周家冲大桥昆端与邹家屋大桥长端之间，线路以填挖相间通过，地形起伏较大，地表植被茂密。路堤中心最大填土高度为3.2米，路堤最大边坡高度6.6米；路堑中心最大挖深为19.9米，最大边坡高度21.7米。DK8+439.94～DK8+831.40段位于邹家屋大桥昆端与白田村大桥长端之间，线路以挖方和半填半挖通过，地形起伏较大，地表植被茂密。路堤中心最大填土高度为2.3米，路堤最大边坡高度2.8米；路堑中心最大挖深为16.9米，最大边坡高度14.1米。DK9+244.5～DK9+506.09段位于白田村大桥昆端与跨武广客专特大桥长端之间，线路以填挖相间通过，地形起伏较大，地表植被茂密。路堤中心最大填土高度为3.9米，路堤最大边坡高度8.3米；路堑中心最大挖深为13.2米，最大边坡高度26.5米。DK15+230.03～DK15+383.32段位于柳树塘中桥昆端与柳树塘特大桥长端之间，线路以填填方、挖方及半填半挖通过，地形起伏较大，地表植被茂密。路堑中心最大挖深为11.5米，最大边坡高度13.0米，线路中心最大填土高度约8.4米。DK16+508.96～DK16+967.7段位于柳树塘特大桥昆端与寺头冲中桥长端之间，线路以填挖相间通过，地形起伏较大，地表植被茂密。路堤中心最大填土高度为3.0米，路堤最大边坡高度5.6米；路堑中心最大挖深为15.8米，最大边坡高度23.1米。DK18+736.52～DK19+035段位于跨芙蓉大道特大桥昆端与盘古面大桥长端之间，线路以填挖相间通过，地形起伏较大，地表植被茂密。路堤中心最大填土高度为6.3米，路堤最大边坡高度11.3沪昆铁路客专湖南段CKTJ1标路基施工方案56 米；路堑中心最大挖深为9.4米，最大边坡高度12.6米。2.2主要技术标准⑴铁路等级：客运专线⑵正线数目：双线⑶速度目标值：250km/h，基础设施预留进一步提速条件⑷最大坡度：20‰、特殊地段30‰⑸最小曲线半径：4000m⑹到发线有效长度：650m⑺牵引种类：电力⑻机车类型：动车组⑼列车运行控制方式：自动控制⑽行车指挥方式：综合调度集中沪昆铁路客专湖南段CKTJ1标路基施工方案56 三、路基工程所在地区特征3.1自然特征3.1.1地质特征DK6+848（DK917+500）～DK19+395.95段路基粉质黏土，褐黄色，软塑～硬塑，局部含少量砾石，厚度为0.50～4.0米，δ0=120～180Kpa；细圆砾土，黄褐色，稍密，稍湿～饱和，砾石主要成分为砂岩，多成圆凌状，间隙填充粘性土，厚1.00～3.1米，δ0=300Kpa；粗圆砾土，黄褐色，棕红色，全风化，碎屑结构，层状构造，岩芯呈土柱状及碎土碎土块状，手可掰碎，δ0=260Kpa。岩层产状：3050∠140，线路中线走向2030，左侧顺层。粉质黏土具氯盐侵蚀，环境等级为L1。3.1.2气象特征湖南省属亚热带季风湿润气候，具有气候温和、热量丰富、雨量集中、雨热同季，四季分明的特点，多年平均气温16～18℃，一般东南部高于西北部1.5～2℃，1月气温最低，七月气温最高，4～6月为雨季，7～8月高温多暴雨，9月至次年3月为旱季。3.1.3水文地质条件沿线地下水主要为岩溶水、基岩裂隙水及第四系孔隙水三大基本类型。地下水一般不具侵蚀性。3.2交通运输情况3.2.1既有公路本段路基沿线既有公路交通较为发达，主要有长沙市主要交通干道芙蓉大道，交通十分便利。3.3沿线水源，电源，燃料情况沪昆铁路客专湖南段CKTJ1标路基施工方案56 3.3.1水源路基地区内水资源较丰富，地下水资源丰富且埋深较浅。3.3.2电源路基内电力资源充足，高压电源线分布广。路基施工用电采用直接利用地方电源、自发电相结合的方式供应。3.3.3燃料施工所需油燃料由地方石油公司供应。3.4当地建筑材料分布情况3.4.1砂石料路基所在地区为石灰岩为主，石质较好，储量丰富。其中长沙市东南跳马乡有大型石场分布，可供本工程施工。路基所在地区砂料主要集中在湘江两岸，沿江分布有若干砂场，砂质中粗且储量巨大；中粗砂，质量较好，可供应本工程施工。3.4.2石灰、砖沿线各市、县均有机制石灰厂、砖厂，可就近供应。3.4.3路基工程填料本路基所经地区为丘陵、山区，山体岩石风化较轻，路基填料较丰富，部分路堑挖方可作路基填料。四、总体施工组织安排沪昆铁路客专湖南段CKTJ1标路基施工方案56 4.1施工总体目标⑴安全目标杜绝因工死亡事故；年重伤率控制在0.6‰以下，年负伤率控制在5‰以下；消灭既有线行车一般C类及以上事故，减少一般A、B类事故；消灭责任等级火灾事故、爆炸事故、爆破物品丢失事故、重大塌方事故。⑵质量目标必须符合国家和铁道部有关标准、规范及设计文件要求，检验批、分项、分部工程施工质量检验合格率必须达100%，单位工程一次验收合格率必须达到100%，实体工程质量零缺陷，开通速度达到设计速度。⑶工期目标满足业主的工期要求，本段路基计划工期18个月，计划开工时间2010年12月20日，路基施工完成时间2012年6月20日。⑷环保目标严格按国家和地方政府有关规定及设计要求做好环保工作，避免由施工作业引起的粉尘、有害气体、噪音等环境污染，或其他由于环境污染的原因造成的人身伤害和财产损失，确保气体排放、地面排水及排污不超过规定数值。努力把施工对环境的不利影响减至最低限度，确保铁路沿线景观不受破坏，江河水质不受污染，植被有效保护。严格按国家和地方政府有关规定及设计要求做好水保工作，防止水土流失。沪昆铁路客专湖南段CKTJ1标路基施工方案56 做到无集体投诉事件，环境监控达标，环境保护、水土保持设施与主体工程“同时设计、同时施工、同时投入使用”。⑸文明施工目标严格按照施工组织设计及有关文明施工要求组织施工，创建文明工地标准。做到工地现场施工材料堆放整齐；工地生活设施清洁文明；现场开展以创文明工地为内容的思想政治工作。⑹职业健康安全目标从业人员上岗职业健康体检率100%；有毒有害作业场所监测率100%；从业人员职业健康普及率100%；无职业病发生；特殊工种持证上岗率100%。4.2路基施工组织管理4.2.1施工组织机构设置队长（杨军）副队长李斌技术负责人周文（周文副队长任西春试验员张远林领工员周正然材料员江丽质检员徐德智慧2技术员郭磊安全员夏水生工班长图4.2-2施工架子队组织机构图沪昆铁路客专湖南段CKTJ1标路基施工方案56 4.2.2本段路基架子队职责施工架子队：对第三作业队负责，负责组织区段范围内工程项目内路基施工，负责区段范围内人员、机械调配，对区段范围内桩基工程质量、安全、工期及环境保护负责。按照“管理有效，监控有力，运作高效”的原则组建施工架子队。作业班组：负责具体工程施工，对施工架子队负责。按照“专业化、机械化、工厂化、信息化”的原则进行工作分工，以施工企业管理、技术人员和生产骨干为施工作业管理与监控层，以内部职工、劳务企业的劳务人员或我分部签订劳动合同的其他社会劳动者为作业人员。4.2.3队伍部署和任务划分根据路基的施工范围以及主要工作内容、工程数量，按照“统筹规划、均衡生产、平行施工、立体展开”的原则。路基共设置3个专业施工架子队。架子队按照“管理有效，监控有力，运作高效”的原则组建，设置专职队长、技术负责人，配置副队长、技术员、质量员、安全员、试验员、材料员、领工员、工班长等架子队主要组成人员。各架子队队长、技术负责人均由我分部各公司具有工程师及以上职称正式职工担任。架子队主要组成人员在施工过程中保持稳定和完整，并根据施工组织安排及工程进度，适时调整作业班组用工数量。4.3施工进度计划安排4.3.1开竣工日期沪昆铁路客专湖南段CKTJ1标路基施工方案56 开工日期2010年12月20日，竣工日期2012年6月20日。4.4.2路基工程施工进度计划本段路基基底处理工程量大，合理安排施工组织，加强机械设备和人员配备，在保证路基填筑质量和沉降控制要求同时，为运架梁和无砟轨道施工创造条件。表4.4-2施工进度安排项目开始时间结束时间工期（天）地基处理2010-12-202011-4-20120路堑开挖及填筑2011-4-202012-4-20360路基边坡防护及排水工程2012-4-202012-6-2060五、施工方案及方法沪昆铁路客专湖南段CKTJ1标路基施工方案56 5.1总体施工方案5.1.1路基工程施工原则深入贯彻路基施工以路基为土工构筑物、土工填料为建筑材料、质量控制以变形为主的理念，组织专业化、机械化施工，贯彻信息化施工原则，注意与其他专业的衔接，同时以地基加固和工后沉降控制为重点，精心安排，分区段组织机械化平行施工。5.1.2路基工程施工总体方案本段路基工程总体施工组织顺序为：施工准备→清表和地基处理（旋喷桩、CFG桩处理、冲击压实、堆载预压）→路堤挡土墙施工→基床下路堤和基床底层填筑→堆载预压→基床表层级配碎石填筑→路基相关工程（声屏障基础、接触网立柱基础、电缆槽等）施工→无砟轨道施工→沥青混凝土防水层施工→整理验收。路基施工采用大型机械化配套设备并辅以小型配套机具，组织分段平行流水施工。本段路基进行试验段施工，严格按照“三阶段、四区段、八流程”的施工工法和有关改良路基施工的成功经验进行施工，组织机械化施工作业，确保工程质量。电缆槽、声屏障基础、接触网支柱基础、过轨钢管和综合接地等路基相关工程，采取预埋、预制，配合开槽机、螺旋钻等专用施工设备与路基工程同步组织施工，以保证路基的完整性和稳定性。挡护工程和排水系统与路基工程协调进行，及时施工，保证路基稳定和有利水土保持。沪昆铁路客专湖南段CKTJ1标路基施工方案56 路基填料基床表层采用级配碎石；基床底层采用A、B组填料，基床以下路堤采用A、B组及C组中的不易风化之块石、碎石、砾石类填料（均必须满足颗粒粒径及级配要求），并同时采取边坡加筋、坡面防护等加固措施。5.1.3路基分项工程施工方案（1）路堑施工方案路堑开挖采用机械化施工。开挖前首先做好路堑顶天沟，再自上而下分层开挖，分段流水作业。先挖覆盖土方，再挖下部石方。施工中做好临时排水设施，保持排水畅通和边坡稳定。路堑土石方和爆破后的石方采用推土机配合挖掘机装车，自卸汽车运输，运至填方段或弃碴场。土质路堑边坡采用人工挂线清刷，石方路堑采用深孔梯段爆破或浅孔台阶松动爆破，边坡采用预裂爆破，用于路基填料的超标石块需经破碎处理后再运输至填筑工作面。路堑基床采用小排炮爆破，人工整修。（2）过渡段施工方案路基施工中，过渡段地基加固先行，桥台紧跟其后。为过渡段与相邻路基同步施工创造条件。过渡段桥台基坑回填混凝土由混凝土拌合站提供；过渡段所使用的级配碎石(掺入5%水泥)填料由改良土、级配碎石拌合站提供，自卸汽车运往施工现场填筑。沪昆铁路客专湖南段CKTJ1标路基施工方案56 过渡段填筑前，在验收合格的路堤基础面用石灰粉划分出不同填料的区域，分别填筑不同的材料，与相邻的路堤及锥体同时平整、碾压。（3）基床底层施工方案基床底层填料为A、B组填料或改良土。A、B组填料基床底层施工按照“三阶段、四区段、八流程”进行施工。改良土施工采用厂拌，大型自卸车运输，平地机和推土机联合摊铺，碾压按照初压→复压→终压的次序进行。（4）基床表层施工方案基床表层采用级配碎石填筑。级配碎石混合料采用厂拌施工，与改良土共用一套搅拌、运输、碾压设备，摊铺采用两台摊铺机双机联铺。摊铺设备选用最大宽度为9.5m具有自动找平装置的摊铺机，碾压机械选用双钢轮串联振动压路机和轮胎压路机。（5）路基附属工程施工方案天沟、路堤坡脚侧沟等排水设施超前施工，尽早配套完善，尤其是天沟要先做，尽早排除施工场区的地表水，方便施工。路基支挡工程及路堑边坡防护工程随路基同步施工，路基排水沟与相应段路基一同考虑施工。在设有脚墙或排除地下水设施地段，先作好脚墙、排水设施，路堤边坡防护工程，待路基基本稳定后随即安排施工。（6）路基相关配套工程施工方案沪昆铁路客专湖南段CKTJ1标路基施工方案56 电榄槽、线间集水井待路基成型后整体切割施工，线间集水井横向排水管、过轨电缆钢管、综合接地线在路基填筑施工中预埋，接触网支柱基础、声屏障基础在路基表层沥青混凝土防渗层施工完成后采用长螺旋钻机施工，防止因各种设施的施工而损坏和危及路基工程的稳固和安全。5.2施工工艺、方法5.2.1路基地质条件核查本段路基施工前核查地质资料，施工中应遵循“按图施工”的原则和“边观察、边分析”的方法，当发现地质情况与设计不符时，及时向设计单位汇报。5.2.2地基处理本段路基的的软土主要采用铺设土工格栅、旋喷桩、CFG桩、堆载预压、冲击压实的软基处理方法。5.2.2.1土工格栅施工工艺土工格栅运到工地后，按规定存放，并逐批检查出厂检验单、产品合格证及材料性能报告单，对其主要物理力学指标抽样检验，每批不少于一次。铺设时按强度高的方向将土工格栅铺设在路堤主要受力方向，拉紧展平后用插钉固定，消除褶皱扭曲后与路基面密贴，土工格栅连接时，采用绑扎方法。铺设多层土工格栅时，上、下层接缝交替错开，错开距离不小于0.5m。铺设后及时填筑，避免土工合成材料受阳光直接曝晒时间过长。沪昆铁路客专湖南段CKTJ1标路基施工方案56 土工格栅填筑第1层填料时采用后卸式汽车沿筋材边缘卸土，并用推土机摊铺。软土地基上填料的摊铺及填筑从两侧开始，平行于路堤中心线向中心对称进行。第一层填料用轻型压路机压实，填料厚度大于0.6m后，再用重型压路机碾压。运输车辆和碾压机具不能直接在土工合成材料上行走作业。5.2.2.2旋喷桩施工工艺①施工方法施工顺序：施工准备→定孔位、机具就位→成孔、浆液配置、插入注浆管→喷射注浆→拔管清洗→进行后续孔施工施工准备：施工前先清理场区，平整场地，并按设计测量放轴线，然后开挖循环槽、泥浆池、架设导轨。定孔位：严格按照设计放样定孔位，其误差不大于5cm，在高喷灌浆轴线拐弯处设置固定桩。钻孔：使用MGJ-50锚杆工程钻机及XPB-90B高压旋喷桩浆泵，根据地质情况采用高压水钻进成孔，高压水成孔时水压控制在18-22Mpa，采用金刚石或合金钻头钻进时，泥浆比重控制在1.05-1.15之间，以保证孔壁稳定。成孔孔经φ600mm。钻机就位后，钻机应保持水平，钻杆应垂直，其倾斜度不得大于1.5%，钻孔深度不小于设计深度。钻孔达到设计深度后，由监理验收合格后方可进入下道工序施工。插管：将注浆管插入桩孔底部-7.5m处，当插入有困难时，可先用稀水泥浆送浆，边送浆边旋转直至插入孔底。为防止泥砂堵塞喷嘴，注浆口用胶布封住。沪昆铁路客专湖南段CKTJ1标路基施工方案56 浆液配置：配料水泥必须过筛，按水灰比1：1进行单桶配料并搅拌成浆，当搅拌均匀后将其抽入泥浆桶，并进行二次过滤，筛网孔径不大于2mm，以防止粗颗粒混入堵塞喷嘴。旋喷注浆：插管完毕后，即可以进行喷射注浆，开启高压泵，缓慢向孔内送浆，待一切正常后，稳定泵压与泵量，并在原位旋转喷浆30秒，使浆液能完全达到孔底。喷射时应在达到预定喷射压力和喷浆量后再逐渐提升浆管，由下而上进行旋喷注浆，注浆管应分段提升，搭接长度不小于10cm，当旋转提升至孔口0.5m时停止喷浆，终止作业，喷嘴旋转速度控制在20r/min，提升速度控制在15-25cm/min，遇土层变化时适当调整上述参数。冒浆回灌：高喷施工过程中应仔细检查冒浆时的变化，冒浆异常时应做好记录并寻找原因，旋喷完毕后应及时向孔内补浆直至浆液面不再下沉。冲洗机具：当喷射提升到桩顶设计标高后，旋喷作业即告结束，此时迅速拔除注浆管，用清水冲洗管路，防止凝固堵塞。移动机具：把钻机、喷浆设备移到新桩位上，重复上述施工程序。②.施工工艺流程沪昆铁路客专湖南段CKTJ1标路基施工方案56 路线测量地基清整桩位放样监理检查绘桩位图桩机就位标定参数钻孔（扩孔）到设计标高喷射注浆拔管、成桩监理验收质量检测关机移位图5.2旋喷桩施工工艺流程图5.2.2.3CFG桩施工工艺①施工准备⑴核查地质资料，结合设计参数，选择合适的施工机械和施工方法。⑵进行满足桩体设计强度的配合比试验，确定各种材料的施工用配比。⑶平整场地，清除障碍物，标记处理场地范围内地下构造物及管线。⑷测量放线，定出控制轴线、打桩场地边线并标识。⑸施工前清除地表耕植土，进行成桩工艺试验，确定施工工艺和参数。②施工顺序沪昆铁路客专湖南段CKTJ1标路基施工方案56 CFG桩施工一般优先采用间隔跳打法，也可采用连打法。具体的施工方法由现场试验来确定。连打法易造成邻桩被挤碎或缩颈，在粘性土中易造成地面隆起；跳打法不易发生上述现象，但土层较硬时，在已打桩中间补打新桩，可能造成已打桩被振裂或振断。在软土中，桩距较大可采用隔桩跳打，但施工新桩与已打桩时间间隔不少于7d；在饱和的松散粉土中，如桩距较小，不宜采用隔桩跳打；全长布桩时，应遵循由“由一边向另一边”的原则。③质量控制⑴为检验CFG桩施工工艺、机械性能及质量控制，核对地质资料，在工程桩施工前，应先做不少于2根试验桩，并在竖向全长钻取芯样，检查桩身混凝土密实度、强度和桩身垂直度，根据发现的问题修订施工工艺。⑵CFG桩的数量、布置形式及间距符合设计要求。⑶桩长、桩顶标高及直径应符合设计要求。⑷CFG桩施工中，每台班均须制作检查试件，进行28d强度检验，成桩28d后应及时进行单桩承载力或复合地基承载力试验，其承载力、变形模量应符合设计要求。⑸通常桩顶混凝土密实度差，强度低，对此采取桩顶以下2.5m内进行振动捣固的措施。⑹为保证施工中混合料的顺利输送，施工中采取强制式搅拌机。⑺桩身每方混合料掺加粉煤灰量及坍落度控制根据设计和采用的施工方法按工艺试验确定并经监理工程师批准的参数进行控制。⑻清土和截桩时，不得造成桩顶标高以下桩身断裂和扰动桩间土。⑼冬期施工时混合料入孔温度不得低于5℃,对桩头和桩间土应采取保温措施。⑽跳打施工时应及时清除成桩时排出的弃土，否则会影响施工进度。沪昆铁路客专湖南段CKTJ1标路基施工方案56 ⑾整个施工过程中，安排质检人员旁站监督，并作好施工原始记录，记录钻压电流值、孔深、单孔混合料灌入量、堵管及处理措施等。⑿CFG桩施工属隐蔽工程，施工完毕报监理签认后方可进行下一道工序施工。5.2.2.4堆载预压施工工艺本段堆载预压路基为高于旋喷桩处理地段，堆载预压于基床底层施工完毕后进行，先于路基基床底层顶面铺设一层短纤针刺非制造土工布，其上分层填筑预压土。填筑过程中，加强观测，确保每级荷载下的路基稳定性，碾压后平均重度不应小于18KM/m3，填筑第一层土时应采用轻型机具摊铺后压实，防止土工布破损。填筑完成后将土工布回折至预压顶面每侧宽度不小于2米，边缘用砖石压好，防止水土流失。预压高度为3.0，横向边坡坡度为1:1，供点端部纵向边坡坡度为1:2，向外延伸。堆载预压期间及堆载完成后，加强沉将观测，绘制填土-时间-沉降曲线图。堆载时间一般不少于12个月，当推算的工后沉降满足无碴轨道铺设要求即可卸除预压土，卸载过程中不得污染和破坏既有路基。5.2.2.5冲击压实施工工艺①施工准备将路基范围内的杂物清除，用推土机粗平。检测表面以下50cm处的土体含水量。含水量应控制在最佳值的±2%以内，否则应进行晾晒或洒水。②施工方法冲击碾压时，压路机的行进速度控制在10～12km/h，从路基的一侧向另一侧转圈冲碾，冲碾顺序“先两边、后中间”沪昆铁路客专湖南段CKTJ1标路基施工方案56 ，以轮迹重叠1/2、铺盖整个路基表面为冲碾1遍，冲碾遍数以满足压实度要求为准。碾压过程中，如果因轮迹过深而影响压路机的行进速度，可用推土机平整后再继续冲碾；若路基表面扬尘，可用洒水车适量洒水后继续冲碾。冲击碾压完毕后，检测路基表层0～20cm的压实度。如果压实度达不到要求，应视情况补充冲碾至符合要求为止。用振动或静碾压路机碾压1～2遍，达到路槽验收标准为止。用冲击压路机进行冲击碾压时，因机械的调头范围较大，应尽可能在路基形成较长的连续冲碾段后进行。不但可以提高冲碾效率，也可以避免因过多的“接头”而影响路基的整体均匀性。因重型式压路机的冲击能量大，路表50cm的土体含水量对重型碾压的效果具有较大影响。含水量过大时，容易形成弹簧、翻浆等，故需严格控制路表以下50cm内的含水量。用重型式压实机进行碾压时，为了避免结构物遭到损坏，必须制定相应的措施，严格控制碾压的范围。在距离结构物3～5m、暗涵顶面填土高度＜2m时，禁止用进行冲击碾压作业。明涵顶面不得用压路机进行碾压。当土体表面含水量较大时，如果用压路机进行冲击碾压，易形成表面推移，上层20cm左右的土体与下部土体产生脱离现象。因此，雨后或表面含水量较大时，应采取晾晒或其它措施降低表面含水量，不宜直接用冲击式压路机进行冲击碾压作业。③施工工艺流程（见下页）沪昆铁路客专湖南段CKTJ1标路基施工方案56 冲击碾压施工工艺流程图5.3路堤工程施工根据本段路堤填土高度分为低路堤和高路堤。⑴一般填料路堤填筑正式施工时必须用路堤填料铺筑长度≮100m(全幅路基)的试验路段，以确定合适的工艺和参数，然后再开始正式填筑施工。一般填料路堤填筑按“三阶段、四区段、八流程”施工，具体填筑工艺流程详见“图5.3-1路堤填筑施工工艺框图”。沪昆铁路客专湖南段CKTJ1标路基施工方案56 ①施工顺序下层面处理→卸填料土→推土机摊铺整平→轻型压路机初压→平地机精平→重型压路机复压→中型压路机终压。②填土、摊铺、平整不同土质的填料应分层填筑，且应尽量减少层数，每种填料层总厚度不得大于300mm。土方路堤填筑至路床顶面最后一层的压实层厚度不应小于100mm。填土区段按照网格化布料，用推土机或平地机摊铺平整，使填层在纵向和横向平顺均匀，以保证压路机碾压轮表面能基本均匀接触层面进行压实，达到最佳碾压效果。填土路堤施工工艺流程N准备阶段施工阶段整修验收阶段填土区段施工测量地基处理分层填土摊铺平整洒水晾晒碾压密实检测签证路基整修碾压区段检测区段Y平整区段图5.3-1路堤填筑施工工艺框图沪昆铁路客专湖南段CKTJ1标路基施工方案56 推土机摊铺平整的同时，应对路肩进行初步压实，保证压路机进行压实时，压到路肩而不致滑坡。初压工序之后用平地机精平，局部凹坑采用人工修整。③碾压粘土类填料用胶轮压路机、羊角碾、静压路机静压；砂石类填料用振动压路机、振动突块压路机等振压。压路机按S形走行，相邻两行碾压轮迹至少重叠30cm，保证不漏压。压路机碾压走行线路见“图5.3-2压路机碾压走行路图”。图5.3-2压路机碾压走行路图碾压时由路基两侧开始向中心纵向碾压，按照初压、复压、终压三步骤进行。初压宜低速，复压宜中速、终压应快速。施工过程中应跟踪检测路堤实际压实度。压实度检测合格后，可转入下道工序，不合格的应进行补压后再做检查，一直达到合格为止。含水量适宜的填料应及时碾压，防止松散填料在空气中暴露时间过长，导致含水量损失难以压实。含水量不适宜填料应进行调整处理后方可碾压。④断面控制填方断面边坡线按每侧超填宽度30～50cm进行控制，为保证断面几何尺寸准确无误，直线段边桩设置间距20m，曲线段边桩设置间距10m沪昆铁路客专湖南段CKTJ1标路基施工方案56 。每隔20～50m用标杆和红色施工线绳做成标准几何断面，路基横断面控制见“图5.3-3路基横断面控制示意图”。图5.3-3路基横断面控制示意图⑤路基整形与边坡压实路基整修应在路基工程陆续完毕、所有排水构造物已经完成并在回填之后进行。整形前应恢复各项标桩，并按设计图纸要求检查路基的中线位置、宽度、纵横坡、边坡及相应的标高。带线控制边坡坡度，直线段每隔20m设置一道坡度标志线，曲线段每隔10m设置一道坡度标志线。并用坡度尺实时检测实际坡度。两侧超填的宽度应予切除，采用挖掘机和人工联合整形。边坡受雨水冲刷形成小冲沟时，应将原边坡挖成台阶，分层填补，仔细夯实。如填补的厚度很小(100～200mm)，而又是非边坡加固地段时，可用种草整修的方法以种植土来填补。边坡用液压振动夯或牵引式机械振动碾压实。⑵低矮路堤施工当轨道路堤填筑高度0.7m＜H≤3.0m时，均为低矮路堤施工。施工时先挖除地表松软土或种植土厚≥0.5m沪昆铁路客专湖南段CKTJ1标路基施工方案56 后换填A、B组或C组(不含细粒土、粉砂及易风化软质岩块土石)填料或改良土并铺设二层土工格栅(抗拉强度不小于100kN/m)，路基基床底层换填A、B组填料。其填筑施工工艺同一般填料路堤填筑方法。低矮路基施工见“图5.3-4低矮路堤施工大样图”。图5.3-4低矮路堤施工大样图①填料级配、含水量按设计及相关规范进行控制。②摊铺方法采用推土机配合平地机摊铺。③碾压压实原则：静压(初压)→再振压(复压)→后静压(终压)整形。摊铺后，立即用重型振动压路机初压，然后用YZ25重型压路机复压，最后静压收光。碾压时从两侧向中心碾压，轮迹搭接一般≮30cm。碾压一直进行到要求的密实度为止。压路机碾压速度开始两遍采用1.5～1.7km/h，以后采用2.0～2.5km/h沪昆铁路客专湖南段CKTJ1标路基施工方案56 。压路机不可在已完成或正在碾压的地段调头和急刹车。④养生第一层碾压完成后，应立即进行养生，洒水次数根据气候及路面水分蒸发情况而定，始终保持表面湿润。⑤质量控制措施碾压时含水量控制：混合料出厂时和碾压前用数显密度湿度仪快速检测含水量，不合格的则采取调整措施；高温季节摊铺后表层失水过快，用喷雾器适量洒水，以便于压实。平整度厚度坡度控制：碾压结束后，用6m直尺检查平整度；测量小组用自动安平水准仪跟踪检测层面标高，计算出坡度和厚度；边角地带及缺陷处人工修整；在边角地带，采用人工摊铺，手扶振动冲击夯压实。厚度、标高、平整度、横坡不合要求时，在终压成型前及时修整。检验签证：分层填筑碾压，分层检验；含灰率检测采用钙离子直读仪。碾压过程中的压实度用核子密度仪快速检测；终压后的压实度采用环刀法或灌砂法进行检测。地基系数采用K30承载板试验进行检测。用钻芯取样机在现场按规定频率钻芯取样，以备检测灰土7d、28d无侧限抗压强度。整修养生：路基成形，达到规范要求的，在下层完成经检验质量合格后，若不能立即铺筑上层的或暴露于表层的改良土必须保湿养生，采用洒水或用草袋覆盖养的方法养生，养生期一般不少于7天。5.4路堑工程施工沪昆铁路客专湖南段CKTJ1标路基施工方案56 ⑴土质路堑施工本段路基土质路堑采用大功率的挖掘机、带松土器的大功率推土机开挖。开挖时自上而下分层拉槽开挖。挖出的土方经检测合格后，根据土方调配方案，采用自卸汽车运输至填方地段，如有需要，则现场破碎后再运至填方地段。5.5基床底层施工基床底层填料为A、B填料。①基床底层填料压实标准。填料压实标准见“表5.5-1基床底层填料压实标准”。表5.5-1基床底层填料压实标准层位填料压实标准地基系数K30(MPa／m)动态变形模量Evd（MPa）压实系数K基床底层改良细粒土≥110≥40≥0.95砂类土及细砾土≥130≥40≥0.95碎石类土及粗砾土≥150≥40≥0.95②A、B组填料施工A、B组填料基床底层按照“三阶段、四区段、八流程”进行施工。5.6基床表层施工基床表层填料压实标准见“表5.6-1基床表层填料压实标准表”。沪昆铁路客专湖南段CKTJ1标路基施工方案56 表5.6-1基床表层填料压实标准表填料类型压实标准地基系数K30(MPa/m)动态变形模Evd(MPa)压实系数K级配碎石≥190≥55≥0.97①工艺流程基床表层级配碎石采用厂拌施工，厂拌级配碎石工艺见框图“图5.6-2厂拌级配碎石填筑工艺框图”。②摊铺碾压级配碎石采用双机联铺，双机联铺方法如“图5.6-3基层双机联铺示意图”所示，前后机位相距10m。图5.6-3基层双机联铺示意图沪昆铁路客专湖南段CKTJ1标路基施工方案56 混合料检测混合料出仓运输测量放样混合料摊铺混合料拌和检查养护终压整形复压精平初压初平下道工序图5.6-4厂拌级配碎石填筑工艺框图a摊铺厚度与标高控制根据工艺试验确定的松铺系数，算出松铺厚度作为摊铺控制标准。在路肩边线处用张紧钢丝引导法控制标高、层厚、横坡，如“图5.6-5边线钢丝绳引导法示意图”所示。图5.6-5边线钢丝绳引导法示意图双机联铺时中间接缝处安装一组传感器控制两侧标高，如“图5.6-7双机联铺接缝处标高控制示意图”沪昆铁路客专湖南段CKTJ1标路基施工方案56 所示。碾压过程中安排一个测量小组进行跟踪测量、检测。图5.6-7双机联铺接缝处标高控制示意图b摊铺速度联机摊铺摊铺强度控制在400t/h左右，这与拌合站能力保持匹配。c质量控制措施③施工缝设置与处理由于每段路基长度很短，纵向单层单幅双机摊铺一次摊铺成型，不留施工纵缝和横向施工缝。双机联铺虽然没有施工缝，但是两机布料在交缝区的均匀性和一致性会比单机布料的稍差。因此两台摊铺机布料宽度不能绝对相等，保持上下基层交缝区错开，如“图5.6-8纵向交缝区上下层错缝示意图”所示。图5.6-8向交缝区上下层错缝示意图沪昆铁路客专湖南段CKTJ1标路基施工方案56 ④完工后交通管制与防护碾压后立即封闭交通，除洒水车外，其他车辆不得通行。养护期结束后施工车辆可限制通行，严禁急转弯或急刹车。5.7过渡段施工过渡地段分别在路堤与桥台连接处、路堤与路堑连接处以及框构（涵洞）设置过渡段。过渡段填筑以级配碎石分层填筑压实为主，过渡段路基的基床表层标准不变。⑴.路堤与桥台连接处过度段①.过渡段采用级配碎石分层填筑，压实度符合基床表层压实标准。②.台后基坑应以砼回填或以碎石分层填筑压实，并做好横向排水。③.过渡段应与其相连的路堤按一体同时施工。④.台背不宜碾压的2m范围内应掺3～5%的水泥。⑵.路堤与横向结构物（立交框构、箱涵）连接处过渡段①过渡段填料要求路堤与横向结构物间以及路堤与路堑间过渡段采用级配碎石填料填筑。具体断面型式及压实标准见有关规范。5.8路基附属工程施工⑴本段路基防护工程沪昆铁路客专湖南段CKTJ1标路基施工方案56 主要包括：边坡绿色防护喷播植草、栽植灌木、土工合成材料处理(土工格栅)、浆砌片石(拱型)截水骨架护坡、干砌片石护坡、边坡渗沟等等。①浆砌片石护坡、护墙施工护坡、护墙砌筑时基面应平顺无浮土、松动岩块、浮碴；墙基应置于稳定可靠的地基之上，在新填土质路基坡面上砌筑护坡，待路基沉降稳定后进行；遇软弱基底应加深或扩大基础，或采取其它加强措施。护坡和护墙分层、分段砌筑。砌体砌筑时双向挂线，保证线条顺畅、坡面平顺、砌体厚度合格。所用片石无风化、水锈，强度及尺寸符合规范要求，砌筑时选面或修面。砌筑砂浆采用机械拌制，随拌随用。②浆砌片石骨架护坡施工骨架护坡施工顺序：坡面处理→施工放线→人工开挖基槽→坐浆→铺砌片石→种植植被→清理坡面→养生→勾缝/搓缝。施工方法：采用挤浆法砌筑。材料及砌筑工艺参见浆砌片石护坡施工。基槽必须带线或安设样架开挖，以保证骨架几何图案美观且符合设计要求。骨架护坡施工采取双向挂线控制骨架轴线，骨架铺砌时要先支模控制好拱圈的造型，使骨架整体美得到协调一致的体现。⑵排水工程施工排水设施主要有：排水沟、侧沟、天沟、盲沟等。沪昆铁路客专湖南段CKTJ1标路基施工方案56 排水设施的结构形式、断面尺寸、材料规格及平面位置、纵坡、铺砌厚度、平整度严格按照设计采用的截面尺寸施工，不随意更改水沟截面、位置、设置长度。砌体、混凝土所用材料(水泥、砂、碎石、钢筋)、土工合成材料的品种、规格、质量符合设计要求，经检验合格后用于施工。排水系统确保排水顺畅，注意各排水工程间的顺接。施工中注意临时排水设施宜与永久性排水设施相结合，并与原有地表排水系统相适应。①路堤排水沟路堤排水沟地段采用混凝土砌筑。施工中采用挖掘机挖基，人工整修成型，砂浆搅拌机拌制砂浆，人工挂线浆砌施工，砌筑完毕，用草袋覆盖、洒水养护。排水沟施工时根据地形情况使沟底纵坡顺适，保证沟底平整、排水通畅、无冲刷和阻水现象。沟身砌体咬扣紧密，嵌缝砂浆饱满密实，勾缝平顺无脱落。排水沟施工完成后，达到线形美观，直线线型直顺，曲线线型圆顺。②路堑侧沟、天沟、侧沟采用浆砌片石砌筑，天沟采用混凝土砌筑。砌缝砂浆饱满，沟身不漏水，预制混凝土块强度、尺寸符合设计要求。③防排水土工合成材料施工路基合成材料用作反滤材料的土工织物宜选用无纺土工织物，必须耐腐蚀、抗老化，具有较好的透水性能，各项性能指标符合设计要求。铺设前先清除表层的坚硬物，平整场地。铺设时做到松紧适度，保证土工织物的连续性、完整性。土工织物采用现场缝合连接，搭接宽度不小于20cm。沪昆铁路客专湖南段CKTJ1标路基施工方案56 施工时，基床换填层底部做成4%的双侧排水坡，底铺一层复合土工膜，在两侧设软式透水管，管四周用中粗砂充填。5.9路基相关配套工程施工⑴接触网柱和声屏障基础施工混凝土基础安排在路基表层沥青混凝土防渗层施工完成后进行施工，采用长螺旋钻机钻成孔。基础施工工序见“图5.9-1接触网支柱基础、声屏障基础施工工艺框图”。基础位置放样钻孔护筒设置钻孔、清孔基础螺栓布置混凝土灌注混凝土养护接触网立柱安装弃土处理设备调试混凝土试件制作声屏障安装混凝土制备图5.9-2接触网支柱基础、声屏障基础施工工艺框图⑵通信、信号、电力过轨套管施工①过轨钢管预埋设沪昆铁路客专湖南段CKTJ1标路基施工方案56 根据施工图设计和现场复测的施工草图确定过轨钢管的位置、实际数量及规格，在基床施工时预先埋入过轨镀锌钢管，埋设高低需满足手孔槽与过道钢管的水平连接。并在过轨钢管两端用麻布进行堵塞封口，防止杂物进入管内。②电缆引下管预埋设电缆引出到设备点，在线路两侧设置的手孔处预埋钢管沿路基引出，钢管与电缆槽沿边坡按倒人字埋设。两侧电缆手孔槽、过轨管及引下管均连通。③电力、通信、信号电缆槽、连通管道槽电缆槽、管道槽在路基基床表层施工完后进行，施工基床表层级配碎石要超宽摊铺10cm左右，再安排用专用机械切割开挖，再人工配合起重机具安装电缆槽。安装过程需做到轻起吊、轻落放。在与桥梁相连接的电缆槽必须平顺，弯曲角度不小于120o，连接段采用现场浇筑，以便顺利连接。④路基接地端子施工路基、土质及软质岩路堑地段，贯通线预埋距基床底层顶面30-40cm。分支引接线设置在每个接触网支柱处，一端与贯通地线C型压接，另一端与接触网支柱基础上预埋接地端子。5.10路基施工采取的主要技术措施5.10.1确保路基压实标准的工艺措施⑴压实前进行工艺试验路基填筑前先对取土场的土样进行土工试验，以确定填料的种类、含水量等指标，符合设计要求后，用于路基填筑，对不符合规范要求的填料，变更取土场位置，或经监理认可后，采取改良土质等措施。施工过程中定期、定量对取土场的土进行抽检。沪昆铁路客专湖南段CKTJ1标路基施工方案56 在不同路基结构不同填料施工前，进行现场填筑压实试验，以选定合理的压实工工艺参数、填筑层厚度，压实机械的组合方式、压实遍数等数据，以此作为路基填筑的依据。⑵改良土根据工艺试验确定每层填料虚铺厚度，根据层厚、填筑宽度及运土车的吨位，计算每车土的摊铺面积。在路基上画出方格网，自卸车在规定的方格内倒土，然后用推土机粗平、平地机精平。碾压用12吨以上重型振动压路机在路基全宽范围内进行碾压，碾压自两侧路肩向路中心进行，重叠1/3～1/2轮宽。一进一退压完全宽为一遍，第一遍为静压，第二遍后为振动压，最后一遍为静压，碾压时工艺参数按照工艺性试验确定的参数。压路机不在已完成或正在碾压的路段上“调头”和急刹车。碾压过程中，表面始终保持潮湿。出现有“弹簧”、松散和起皮等现象，及时处理。全断面均匀铺设混合料，防止出现纵向裂缝。两工作段的横向搭接，采用如下措施：前一工作段拌和整平后，比预留的下一段高出一层填筑层厚度。从前一段的末端向后预留2～3m长的坡段。下一段施工时，将前一工作段的2m长范围与预留坡段的混合料翻松或挖除，继续向前进行施工。碾压完毕检测合格后采用塑料薄膜覆盖路基表面对改良土养生。⑶基床表层及过渡段基床表层厚度40cm，分2层碾压，压实厚度20cm沪昆铁路客专湖南段CKTJ1标路基施工方案56 ，采用摊铺机进行摊铺。基床表层级配碎石施工前，做好对基床底层的质量检查与验收。现场领工员指挥协调自卸汽车和摊铺机同步行进，防止自卸汽车冲撞摊铺机。卸料过程中，自卸汽车驾驶员严禁使用制动。自卸汽车卸料连续进行，避免摊铺机因缺料停机而影响摊铺作业的连续性和摊铺层厚度的均衡性。摊铺后用振动压路机进行碾压。碾压时遵循“先静压，后振动碾压；先两边后中央；先慢后快；最后进行静压收光”的原则。对于接触网支座基础附近大型压路机碾压不到的地方，采用小型压路机碾压及冲击夯夯实。碾压时沿纵向重叠碾压不小于0.4m，横缝衔接处重叠碾压不少于2m。压路机不能碾压压实的地方，人工操作打夯机夯实。外轨超高处基床表面采取摊铺机左右线分别摊铺碾压的工艺。过渡段级配碎石掺5%的水泥，与相邻的路堤和锥坡按水平分层同时填筑，过渡段相邻路基长度大于50m；填料虚铺厚度控制在20cm以下，压实遍数由试验确定。过渡段范围内的级配碎石碾压采用振动压路机，遵循先轻后重、先慢后快、先静压后振动的原则，大型压路机能碾压到的部位，其填筑施工同路基基床底层施工工艺，大型压路机碾压困难时，用小型振动压路机进行碾压，碾压遍数由试验确定，路涵过渡段级配碎石对称同步施工。5.10.2控制路基工后沉降及不均匀沉降采取的技术措施⑴使用级配良好的填料及改良填料沪昆铁路客专湖南段CKTJ1标路基施工方案56 在填筑施工前应加强室内试验及现场填筑试验，确保所采用的填料符合本客运专线对填料的材质、级配、强度、水稳性、可压实性等的要求，填筑压实能达到路基各部位所规定标准的要求。基床底层路堤填料采用A、B组填料，基床以下路堤填料采用A、B组填料或合格的改良土。改良土改良方案为掺加3～5%（重量比）水泥或5～8%石灰进行化学改良，或者掺入10～25%的粗骨料(如砂卵砾石土、碎石土)进行物理改良。为保证改良土的拌合质量，改良土的生产方式采用厂拌，并在拌合后4小时内摊铺碾压完毕。⑵提高路基填筑压实质量提高路基填筑压实质量，路基本体、基床底层采用双指标控制，基床表层与过渡段采用三指标控制，并在适宜的地段积极采用冲击压实技术进行压实。⑶以动态设计控制工后沉降大量工程实例表明理论计算值与地基实际所发生的沉降值有较大差别，为使沉降严格控制在要求之内，本段路基开展动态设计。对埋设的沉降观测设备按预定频率及精度进行观测，从而得到地基沉降-时间-荷载的变化曲线，通过对曲线的分析计算来调整、修改设计如预留沉降量、预压时间、滞留沉降期等，并以调整后的设计去指导施工，再利用施工过程中反馈回来的信息再次进行重新调整、修改设计并指导施工，以达到有效控制工后沉降及沉降速率的目的。①对路基堆载预压，缩短路基沉降时间沪昆铁路客专湖南段CKTJ1标路基施工方案56 在路基基床底层施工完成后，对路基堆载预压，加快地基沉降及路基本体压密，预压达到目的后，卸载预压土，然后施工基床表层级配碎石。施工基床底层时，根据观测的沉降曲线计算预留沉降量，施工路基基床底层高程按预留沉降量考虑，预压土按横断面全宽纵向水平分层填筑。填筑虚铺厚度按照工艺试验确定的参数进行控制，分层厚度≤0.6m。碾压按先两侧后中间、先慢后快、先静压后振动的操作程序进行，预压土填筑到顶面时，做出横向排水坡，以利于排水。预压土填土压实质量检验随施工分层检测，检验标准为湿密度≥18kN/m3。根据在预压期沉降观测资料，计算工后沉降，根据计算结果确定卸载时间。挖除预压土时采用机械进行，距基床底层表面0.2～0.3m时由机械配合人工进行，以减小机械施工时对原基床底层顶面的扰动，完成卸载后，重新压实恢复基床底层顶面完好，并在基床表层施工前重新进行检测。⑷路基不均匀沉降控制①准确认定地质情况施工前搜集详细的工程地质、水文地质及地基基础设计数据。在掌握原有的地质资料基础上，进行补充勘探，进一步查明和校核地质资料。地质补勘以静力触探和十字板剪切试验为主，配合必需的钻探孔，每50m一点，发现地质情况变化较大处适当加密补勘点。②控制纵向填层厚度均匀除过渡段外每一结构层次碾压使用同等压实能量机械，按相同工艺参数施工，控制碾压质量的离散性。沪昆铁路客专湖南段CKTJ1标路基施工方案56 ③控制填料质量的离散性填料严格按建筑材料看待，对填料材质、工程特性、适用性进行必要的试验工作后作出专门的评价，施工期间加强填料的检测、检验，控制填料质量的离散性。5.10.3防止相关工程施工损坏或危及路基稳固安全的措施⑴接触网支柱基础、声屏障基础为保证基床表层填筑质量，防止破坏基床表层，在基床表层施工前再施工接触网支柱基础和声屏障基础，按设计要求位置、形状尺寸、深度采用短螺旋钻机开挖基坑，基础基坑全部用混凝土浇筑。在预制场和钢筋场按设计尺寸分别加工接触网支柱钢筋笼、法兰盘和预制电缆槽盖板等材料、构件，不可在路基上制作，以免损坏和危及路基的稳固与安全。⑵电缆槽路基施工时预埋电缆槽排水管，施工电缆槽时，为防止破坏基床表层及路肩的稳固，先用路面切割机按电缆槽尺寸对路基顶面切割，然后人工挖除余土，及时将施工中产生的废碴清除，运输至弃土场，不得随意堆放在路基上。⑶综合接地、预埋管线沪昆铁路客专湖南段CKTJ1标路基施工方案56 综合接地线、信号电缆过轨钢管与路基填筑同步施工，在路基填筑过程中按设计位置、方式预埋过轨通信、信号、电力管线。综合接地线、预埋管线与路基接触面按要求进行处理。当出现路基稳固和安全遭到损坏时，应及时报请现场监理工程师，协商采取对损坏段路基挖去重新填筑、片石加固等适当措施，以恢复路基的稳固和安全。5.10.4保证路基竖向刚度、差异沉降技术措施⑴过渡段路基填筑工艺标准保证措施。①作好过渡段基底处理防排水工作，过渡段基底范围及其两侧的排水、防渗和地下水的拦截、引排应符合设计要求。②过渡段基底处理要按设计要求与桥台、横向结构物、相邻路堤的基底同时进行，基坑采用混凝土回填③级配碎石填层要与相邻的路堤及锥体按一整体同时施工，并将过渡段与连接路堤的碾压面按大致相同的水平分层高度同步填筑并均匀压实。在填筑压实过程中，应保证桥台、横向结构物稳定、无损伤。④台后2.0m范围外大型压路机能碾压到的部位应采用大型压路机械碾压，大型压路机碾压不到的部位及在台后2.0m范围内要采用小型振动压实设备进行压实。⑤填料应分层压实。采用大型压路机械碾压时，每层的最大压实厚度不超过30cm，最小压实厚度不小于15cm；采用小型振动压实设备碾压时，填料的虚铺厚度不大于20cm，。每压实层应平整无积水现象。⑥过渡段级配碎石中水泥掺加剂量允许偏差在试验配合比-0.5%～+1.0%内。⑶基床以下改良土路堤（含双向土工格栅）工艺标准保证措施填筑施工按照“将路基作为结构物构筑”的原则，试验段先行，按“三阶段、四区段、八流程”沪昆铁路客专湖南段CKTJ1标路基施工方案56 （施工准备、施工、整修检测三阶段，填筑区、平整区、碾压区、检测区四区段，施工准备、基底处理、分层填筑、摊铺、含水量检查、碾压夯实、检验签证、路基整修八流程）工艺作业，严格填料选择、层厚控制、含水量检查、压实达标、质量检测、路基排水、路容路貌各环节的控制。①填料控制：核对取土场土料的类别、分布，进行土料复查和试验，不符合设计要求的填料，严禁用于填筑。根据核查填料的IP值，确定改良土采用的掺料。水泥、石灰外掺料的运输、使用要有保护环境的措施。水泥、石灰外掺料应分类堆放、水泥与原地面架空隔离，并有防风、雨设施，防止材料受潮、变质；石灰要有防风覆盖设施，防止石灰吹散污染环境；土料的粒径不得大于15mm和含有未消解石灰颗粒，不得含有杂质。水泥或石灰改良土采用稳定土搅拌机厂拌，电子计量设备计量，水泥、石灰掺料偏差控制在试验配合比-0.5%～+1.0%内，拌合均匀，色泽一致，无灰团、灰条和花面现象。②层厚控制：自卸汽车运至现场后，按照试验段确定的松铺厚度在边桩上挂线用推土机分层初平，平地机精平，将每层填料全断面分层纵向分区摊铺均匀，不允许局部的纵向铺筑，不得出现纵向接缝，分层厚度一般不大于30cm，也不小于15cm。边坡土工格栅要铺设平整，无褶皱，受力方向与路基受力方向一致。搭接牢固，连接强度不低于设计抗拉强度。为保证边坡填筑压实质量，路堤边坡两侧超宽填筑0.5m。③含水量检查：摊铺完毕，立即测定含水量，含水量达到最佳含水量后再进行碾压作业。拌合好的改良土终凝以前要使用完毕。④压实达标：压实顺序按先两侧后中间，先慢后快，先静压后震动压的操作程序进行。碾压最大时速不超过4km/h。碾压运行路线按直线段由两侧向中间，小半径曲线段由内侧向外侧纵向进退错行进行，纵向行与行的轮迹重叠0.4m，横向同层接头处重叠0.4m沪昆铁路客专湖南段CKTJ1标路基施工方案56 ，前后相邻两区段纵向重叠2m，上下两层填筑接头处错开3m，达到无漏压，无死角，确保碾压均匀。碾压后压实层面不得有明显轮迹，并不得有漏压、弹簧、松散、起皮现象。重型振动压路机碾压后，再用平地机精平填筑面，形成路拱，压实面层应平整。⑤质量检测：每填筑层碾压完毕，用检测仪器现场检测，达到工艺标准规定的压实标准后，再进行下一层填筑。⑥路基排水：填筑时每层填土表面填成2～4%的向外排水横坡，当天填筑土层应当天压实。压实层面要平整，局部凸凹差不大于30mm。雨季填筑时，要随挖、随运、随铺、随压，并在边坡处用砖砌筑拦水墙，每隔20～30m用砖砌筑排水槽，及时排除路基表面汇水至路基两侧临时排水沟内。⑦路容路貌：每填筑一层后用人工将边坡整理平顺，同时将边桩翻到施工高度，每填高1m或填至顶面时必须恢复控制桩，重放边桩，以避免超填、欠填。⑷基床底层施工工艺标准保证措施①基床底层的填料必须选择设计规定的A、B组填料，不合格的填料不得使用。填料的粒径不得大于10cm。相邻填层使用不同种类或颗粒条件的填料时，其粒径应满足D15/d85≤4（两层渗水土间）或D15≤0.5mm（非渗水土与渗水土间）的要求。应全断面纵向摊铺。②填料摊铺平整后，要立即检测填料的含水量，含水量在最佳含水量的±2%以内，方能碾压。否则采取洒水或晾晒措施。③应全断面分层填筑压实，不得出现纵向接缝。碾压后压实层面不得有明显轮迹，并不得有漏压、弹簧、松散、起皮现象。压实面层要平整。④沪昆铁路客专湖南段CKTJ1标路基施工方案56 土工格栅铺设应平整，无褶皱，受力方向与路基受力方向一致。搭接牢固，连接强度不低于设计抗拉强度。⑸基床表层施工工艺标准保证措施①级配碎石的材质和级配曲线要满足TB/T2897—98《铁路碎石道床底碴》的规定。②基床表层填筑前要验收基床底层，检验几何尺寸，核对压实标准。不符合标准的基床底层要进行修整，使其达到基床底层验收标准后方可进行基床表层填筑。③级配碎石或级配砂砾石必须场拌生产，拌合设备应计量准确，混合料的颗粒级配要符合标准规定。④级配碎石要拌合均匀，含水量要在最佳含水量±2%以内。⑤作业基准线高程、摊铺机、传感器应调整复核准确无误后方才进行作业。摊铺作业时，严禁转弯和急刹车，粗集料窝要专人及时消除。⑥碾压要遵循先轻后重、先慢后快的原则。各区段交接处要相互重叠压实，纵向搭接长度不小于2.0m，纵向行与行之间的轮迹重叠不小于40cm，上下两层填筑接头应错开不小于3.0m。⑦填筑碾压要全断面分层填筑压实，不得出现纵向接缝。碾压后压实层面不能有明显轮迹，并不能有漏压、弹簧、松散、起皮现象。压实面层应平整。沪昆铁路客专湖南段CKTJ1标路基施工方案56 六、保证措施本段路基工程在施工过程中将实行标准化管理，针对现场作业过程中每一项具体的工作、每一道工序，按照国家及铁道部有关法律法规、技术标准、规程规范的要求，对施工现场的作业活动全过程进行量化、细化、标准化、程序化，保证作业过程处于“可控、在控”状态，是建设施工过程中的重中之重。6.1标准化管理平面有图，按图施工，图物相符；大宗材料，码方成垛，分类堆放；临设水电，杆正线直，安全不漏；临设料房，规格整齐，防雨防潮；科学管理，机构健全，制度完善；责任到人，挂牌施工，奖罚分明；限额领料，随干随清，工完料净；按图施工，精心操作，保护成品；施工脚手，搭设标准，规格整齐；施工工具，用完洗净，整齐保管；机械设备，运转正常，保养清洁；包装用品，保存完整，回收交库；按期交工，质量优良，清洁卫生；竣工档案，内容真实，资料齐全；六位一体，安全和谐，打造精品。6.1.1标准化管理总体要求6.1.2标准化管理目标与指标6.1.2.1安全管理目标杜绝因工死亡事故；年重伤率控制在0.6‰以下，年负伤率控制在5‰以下；消灭既有线行车一般C类及以上事故，减少一般A、B类事故；消灭责任等级火灾事故、爆炸事故、爆破物品丢失事故、重大塌方事故。6.1.2.2质量管理目标沪昆铁路客专湖南段CKTJ1标路基施工方案56 必须符合国家和铁道部有关标准、规范及设计文件要求，检验批、分项、分部工程施工质量检验合格率必须达100%，单位工程一次验收合格率必须达到100%，实体工程质量零缺陷。6.1.2.3工期管理目标开工日期2011年2月20日，竣工日期2012年6月20日。6.1.2.4环保及水土保持目标严格按国家和地方政府有关规定及设计要求做好环保工作，避免由施工作业引起的粉尘、有害气体、噪音等环境污染，或其他由于环境污染的原因造成的人身伤害和财产损失，确保气体排放、地面排水及排污不超过规定数值。努力把施工对环境的不利影响减至最低限度，确保铁路沿线景观不受破坏，江河水质不受污染，植被有效保护。严格按国家和地方政府有关规定及设计要求做好水保工作，防止水土流失。做到无集体投诉事件，环境监控达标，环境保护、水土保持设施与主体工程“同时设计、同时施工、同时投入使用”。6.1.2.5文明施工目标严格按照施工组织设计及有关文明施工要求组织施工，创建文明工地标准。做到工地现场施工材料堆放整齐；工地生活设施清洁文明；现场开展以创文明工地为内容的思想政治工作。6.1.2.6职业健康目标从业人员上岗职业健康体检率100%；有毒有害作业场所监测率100%；从业人员职业健康普及率100%；无职业病发生；特殊工种持证上岗率100%。沪昆铁路客专湖南段CKTJ1标路基施工方案56 6.1.3标准化管理体系的建立6.1.3.1安全保证体系为深入贯彻“安全第一、预防为主、综合治理”的方针，提高对本工程安全管理水平，控制和减少建筑施工生产安全事故的发生，依据国家及铁道部有关安全生产法律法规，按照《职业健康安全与环境管理体系文件》，结合项目实际情况，编制施工现场安全控制体系，安全保证体系见图6.1-1。6.1.3.2质量控制体系为确保工程质量，严格质量控制，分部经理部自项目开工准备阶段，按照GB/T19001-2008的标准，结合工程本身特点和实际，建立施工现场质量控制体系，运用全方位全过程质量管理的思想和动态控制的原理，以质量管理的相关规章制度为管理层体系的支持性文件；在充分发挥相关部室工作职能的基础上，严格按照质量控制程序，进行质量的事前预控、事中控制和事后控制，质量控制体系见图6.1-2。6.1.3.3环保控制体系为确保环保目标的实现，分部经理部按照“预防为主、保护优先、施工和保护并重”的原则，将施工引起的对环境的干扰、破坏降低到最低限度。坚持施工生产和环境保护同步进行，制定环保目标和指标，预防污染，并持续改进，实提高参建员工的环境保护意识，树立良好施工管理形象，促进经济和社会效益的共同提高，环保控制体系见图6.1-3。沪昆铁路客专湖南段CKTJ1标路基施工方案56 杜绝因工死亡事故；年重伤率控制在0.6‰以下，年负伤率控制在5‰以下；消灭既有线行车一般C类及以上事故，减少一般A、B类事故；消灭责任等级火灾事故、爆炸事故、爆破物品丢失事故、重大塌方事故。安全生产领导小组落实责任制铁道部、湖南省有关安全生产的规定项目部十二项安全制度组织保证1.项目部各类人员各职能部门的安全生产责任制；2.树立“以人为本”的思想，认真贯彻“安全第一，预防为主”的方针；3.管生产必须管安全原则；4.施工进行经常性安全教育；5.坚持安全检查制度；施工过程中出现安全总是按“四不放过”原则处理。国家安全法律、法规、规程、标准1.安全生产责任制；2.班前安全讲话制；3.“周一”安全活动日制；4.安全设计制；5.安全技术交底制；6.临时设施检查验收制；7.安全教育制；8.交接班制；9.安全操作挂牌制；10.安全生产检查制；11.职工伤亡事故报告处理制；12.安全生产奖惩制。安全保证体系工作保障施工过程检查开工前检查收尾工作检查1.施工组织是否有安全设计或安全技术措施；2.施工机械机具是否符合技术和安全规定；3.安全防护措施是否符合要求；4.施工方案是否经过论证；5.施工方案是否经过交底；6.各级各类人员施工安全责任制是否落实；7.是否制定安全预防措施；8.对不安全因素是否有控制措施。1.安全设计安全技术措施交底后是否人人明白，心中有数；2.施工生产过程中各种不安全因素是否得到控制；3.施工机械是否坚持安全执行；4.安全操作规程是否认真执行；5.现场有无违规指挥，违规作业；6.“周一”安全讲话是否正常执行；7.安全隐患是否限制整改；8.信息反馈是否准确及时。1.总结施工生产过程中安全生产经验，对于成功的控制方法总结推广；2.找出施工过程中安全管理的薄弱环节，提出改进措施。计划财务部制度保证图6.1-1安全保证体系图沪昆铁路客专湖南段CKTJ1标路基施工方案56 质量保证体系教育培训保证体系组织保证体系目标管理保证体系生产过程质量保证体系质量检查保证体系质量信息管理保证体系经济保证体系项目经理负责制教育培训工作ISO宣贯QC领导小组项目方针目标制定施工组织设计施工组织健全职能机构组织标准学习建立质量信息反馈网络信息源经济责任制各项负责人施工指挥调度机械设备保证人员素质保证原材料质量保证检验测量保证施工工艺保证施工操作保证制度保证技术责任制质量奖惩制度岗位责任制信息反馈制度质量目标分项工程费用包干设备使用费包干奖金与质量挂钩配件及工具费包干招标文件质量法规质量法规企业标准国标部标国标部标原材料检验试验外协件检查试验计量保证工序质量检查保证成品检查保证成品检查保证检验方法施工中三检质检部抽检规范标准试验规范标准试验分项工程检查经济兑现分项工程评分监理业主质检员施工员操作人信息传递员信息管理员信息处理中心经理、总工信息反馈监理业主操作人员施工员质检员信息管理员信息传递员项目经理分解下达目标各级展开目标制定对策措施项目经理组织诊断目标任务落实班组个人执行QC小组技术人员班组长质检员全员一切用数据说话加强过程控制一切以预防为主以业主为焦点提高质量意识管理水平和素质材料用量包干岗位制定对策措施与津贴挂钩岗位制定对策措施与津贴挂钩目标任务落实奖项目经理组织诊断惩制度班组个人执行QC小组技术人员图6.1-2质量控制体系图沪昆铁路客专湖南段CKTJ1标路基施工方案56 环保控制体系各架子队负责人项目经理总工程师安全质量部部长计划财务部部长综合管理部部长物资设备部部长组织保证制度保证安全质量部工程管理部物资设备部计划财务部制定环保方案和措施对照检查、监督落实协助监督环保方案措施的落实制定设备、物资防治措施制定环保目标责任制和监管办法密切与当地环保部门联系贯彻执行环保法规文件监督、检测环保效果施工保证接受管理执行环保法规落实到个人分解到工序环保信息及时反馈减少污染最大限度地部门检查积极配合各依据质量状况，监督奖金发放，按有关制度进行奖罚，拒验不合格工程各作业班组工程管理部部长综合管理部部长副经理安全总监图6.1-3环保控制体系图6.2安全管理措施6.2.1施工现场安全技术措施沪昆铁路客专湖南段CKTJ1标路基施工方案56 现场道路平整、坚实、保持畅通，危险地点悬挂符合安全标志的标牌，施工现场设置大幅安全宣传标语。施工现场的临时用电严格按照《施工现场临时用电安全技术规范》的规定执行。施工现场设立安全标志。危险地区悬挂“危险”或“禁止通行”、“严禁烟火”等标志，夜间设红灯警示。施工现场用电严格按照三相五线制布设电线，做到二级保护，三级控制，一机一闸。6.2.2路基施工安全措施路堑开挖时经常检查坡面的稳定。每天开工前、收工前将对坡面、坡顶附近进行观测，如发现有裂缝和塌方的迹象或有危石时，立即处理。凡不能处理且对施工安全有威胁时，暂停施工，并报告处理。路堑开挖自上而下进行，防止因开挖不当造成坍塌，边坡不稳，坚决禁止掏底开挖、放大炮。开挖作业应与装、运作业面相互错开，严禁上下重叠作业。路堑开挖放炮后，在清理过程中如发现有瞎炮、残药、雷管等立即报告，有爆破人员处理。路堤、路堑施工时，要做好截、排水，并随时注意检查，开挖后保持排水畅通。挡土墙基坑开挖时，根据土质情况，及时做好临时支撑，在岩体破碎或土质松软地段，基坑开挖面不能太大，不能暴露太久，防止坍塌伤人。进入墙体施工一定高度时，搭设脚手架平台、防护栏、挂安全网。沪昆铁路客专湖南段CKTJ1标路基施工方案56 做好路基施工中的机械设备的组织指挥，保证道路畅通，防止发生机械碰撞及翻车事故。路基不良地段施工时，开挖前和开挖过程中要及时检查坡面情况，发现情况及时处理，并坚持跟班作业。及时做好挡护或坡面防护工程，挡土墙基础要分段跳槽开挖，快速砌筑。挡土墙或护坡砌筑到一定高度时要设防护栏杆加安全网。经常与当地气象部门取得联系，提前做好防洪准备。遭遇阴雨天气时加强安全检查，必要时坡面覆盖防护。加强量测监控工作，认真分析数据，做好不良地质情况预报预测，同时准备好抢险预案。施工人员特别注意安全情况，加挂安全警示标牌等。路堑上方布置临时设施时，距坡顶线保留一定的安全距离，距边坡线3m范围内硬化，并设置坡顶截、排水沟，大型施工车辆不得靠近坡顶线行驶，以免边坡局部集中受力失稳。按指定地点弃土，保证弃土堆的自身稳定，防止弃土对农田、河道的污染，并采取有利于复耕的措施。6.2.3施工现场安全用电措施施工临时用电应根据当地供电部门批准的供电设计方案，进行变、配电室及用电设施的建设。施工用电应符合下列规定：(1)电气设备不得超铭牌规格使用。(2)多路电源进出线的开关柜或配电箱应采用密封式结构，进线及负荷回路应标明名称，刀闸应标明额定电压值。多路进线应有可靠的闭锁装置。(3)开关及熔断器必须是上端接电源，下端接负荷。(4)不同电压等级的插销与插座应选用不同的结构形式。(5)严禁将电线直接钩挂在闸刀上或直接插入插座内使用。(6)熔断器的熔丝熔断后应查明原因，在排除故障后方可更换。沪昆铁路客专湖南段CKTJ1标路基施工方案56 (7)连接电动机械和电动工具的电气回路应设开关或插座，并应有保护装置。移动式电动机械或工具的电源线应使用相应规格的橡皮软电缆。严禁在一个开关上连接多台电动设备。6.2.4施工机械安全保证措施各种机械操作人员和车辆取得操作合格证，不准将机械设备交给无本机操作证的人员操作，对机械操作人员要建立档案，专人管理。操作人员按照机械说明规定，严格执行工作前的检查制度和工作中注意观察、工作后的检查保养制度。定期组织机电设备、车辆安全大检查。对检查中查出的安全问题按照“三不放过”原则进行调查处理，制定防范措施，防止机械事故的发生。6.3特殊季节的工期保证措施6.3.1雨季施工工期保证措施为减小雨季对工期的不利影响，须采取如下措施：工地生产调度加强对气象、气候信息的收集，提出现场措施和准备，减少雨、汛停工损失，雨后及时恢复施工。备齐备足防洪物资、排水设备，减少损失，储备施工材料，保证汛期施工连续性。做好施工现场排水措施，防止生产材料、设备和临时设施被淹。危险区施工做好防汛应急措施。加强施工便道、施工场地维护，保证物资运输，减少雨季对施工进度的影响。6.3.2冬季施工工期保证措施路基受冬季影响的工程主要是指圬工的施工，因此，在进行圬工施工时，应注意以下问题：沪昆铁路客专湖南段CKTJ1标路基施工方案56 详细制定工程防寒保温、防滑保稳、防冻害施工方案，从设施、环境上按安全度冬的要求配置、改良修建，切实做好保温、防冻等安全措施。为预防气温的突然下降，免使工程遭受冻害，须在冬期施工前后时间，随时注意天气变化，及时采取防冻措施，预先做好各项准备工作。钢筋、骨料采取覆盖措施，防止霜、雪、雨对原材料的影响。混凝土拌合时，各项材料的温度应满足混凝土拌合所需的温度，如达不到拌合温度，必要时需对材料分别进行加热，材料加热的温度应满足规范要求。搅拌混凝土时，须注意骨料不得带有冰雪和冻结团块，混凝土搅拌时间应比常温时延长50%。加强对混凝土的保护，完善养护措施。在桥梁预应力混凝土施工时，如气温或构件温度低于5℃时，不安排压浆作业，管道内水泥浆注入后48h内结构物的温度不能低于5℃，如不能满足这个要求，则应采取保温措施。做好气象预报收听，收集气象资料，做好预防工作；水循环散热，机械设备注意在停机时放水，确保设备不冻坏，保证后续施工。冬季施工必须满足冬季施工的相关规定和规范要求。6.3.3夜间施工工期保证措施保证所有夜间施工人员有足够的睡眠，避免作业人员出现疲劳状态，避免发生不必要的质量、安全事故。沪昆铁路客专湖南段CKTJ1标路基施工方案56 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